CN111878137B - Grouting anchor rod and roadway elastic support method - Google Patents
Grouting anchor rod and roadway elastic support method Download PDFInfo
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- CN111878137B CN111878137B CN202010883468.5A CN202010883468A CN111878137B CN 111878137 B CN111878137 B CN 111878137B CN 202010883468 A CN202010883468 A CN 202010883468A CN 111878137 B CN111878137 B CN 111878137B
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- 239000011435 rock Substances 0.000 claims abstract description 29
- 238000004873 anchoring Methods 0.000 claims abstract description 13
- 230000009172 bursting Effects 0.000 claims abstract description 12
- 238000007569 slipcasting Methods 0.000 claims abstract description 11
- 230000008093 supporting effect Effects 0.000 claims abstract description 10
- 238000007789 sealing Methods 0.000 claims description 68
- 238000010276 construction Methods 0.000 claims description 18
- 239000011440 grout Substances 0.000 claims description 18
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/025—Grouting with organic components, e.g. resin
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/008—Anchoring or tensioning means
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0093—Accessories
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a grouting anchor rod and a roadway elastic support method, wherein the grouting anchor rod can effectively increase the cohesive force on surrounding rocks through sectional pressure-maintaining grouting, so that the support effect is improved. According to the roadway elastic supporting method, the long anchor cables, the high-strength yielding snake-shaped anchor rods, the novel grouting anchor rods and the mud-compatible grouting materials are matched for use, so that the roadway can be effectively supported, and the support has elasticity and can effectively resist the damage of rock burst to the roadway. And the slip casting stock adopts the design of segmentation bursting formula, osmotic pressure when can increase slip casting effectively to make the slip casting material more effectively permeate in the country rock, thereby effectively increase the anchoring performance.
Description
Technical Field
The invention relates to a roadway support technology, in particular to a grouting anchor rod and a roadway elastic support method.
Background
In the process of underground mining operation, support is indispensable, the current mainstream support mode is that all-round support is carried out to stock, anchor rope, anchor net, U type support, through verification of nearly century, this kind of support mode is very effective at present, can play the underground support effect of relative stability, reduce the collapse in the mining process, the rockfall probability.
However, with the gradual deepening of the development degree of coal resources, most of the current underground mining enters more than 100 meters underground, and the geological structure, the stress state of a roadway in mining and the rock burst are changeable, so that the traditional supporting mode cannot meet the existing requirements, particularly the rock burst and the stress state of the roadway in deep well mining are changeable, if only simple shallow anchor rods, anchor cables, anchor nets and supports are adopted for supporting, the rock burst, the surrounding rock layer fracture and the like in mining are difficult to effectively resist, and particularly for the condition of loose geology, the existing short anchor rod technology cannot meet the requirements. The reason for this is that the range of the grouting material penetrating into the surrounding rock is insufficient during grouting, so that the supporting strength is insufficient. In addition, when rock burst occurs, because the support is mostly adopted for rigid support, the support is seriously impacted, the support is damaged, and support failure or great discount of support effect is caused. Especially, in the area where rock burst occurs, this phenomenon is more serious.
The anchor cable and anchor bolt support is mainly supported in a surrounding rock condensation mode, so that the anchor cable and anchor bolt support has the advantage of elastic support when dealing with rock burst. The existing anchor cable and anchor rod support is unreasonable in structural design as long as the anchor cable and anchor rod support is matched and arranged unreasonably, so that the stable elastic support for the roadway cannot be carried out in a limited space and a support device.
Disclosure of Invention
In view of the above-mentioned defects in the prior art, the technical problem to be solved by the present invention is to provide a grouting anchor rod and a roadway elastic support method, wherein the grouting anchor rod can effectively increase the cohesive force on surrounding rocks through sectional type pressure maintaining grouting, so as to improve the support effect. The roadway elastic supporting method is used for effectively and elastically supporting the roadway through the reasonable matching of the anchor rods and the anchor cables.
In order to achieve the purpose, the invention provides a grouting anchor rod, which comprises an outer pipe and an inner pipe, wherein the inner pipe is arranged in the outer pipe, the outer wall of the outer pipe is provided with thread grooves which are spirally distributed along the axial direction of the outer pipe, the outer pipe is also provided with a grouting hole and a sealing groove, the grouting hole penetrates through the pipe wall of the outer pipe, the inner side of the sealing groove is provided with a penetrating drainage hole, a sealing ring is clamped and sealed in the sealing groove in a sealing manner, and the side wall of the sealing ring is tightly attached and sealed with the side wall of the sealing groove; the sealing ring can penetrate out of the sealing groove and is tightly attached and sealed with the inner wall of the anchor rod mounting hole after being expanded;
the inner pipe is internally provided with a hollow grouting channel, a first annular groove and a second annular groove are respectively arranged at the positions corresponding to the grouting hole and the drainage hole on the inner pipe, a penetrating grout outlet hole and a penetrating grout leading hole are respectively arranged at the inner sides of the first annular groove and the second annular groove, and the grout outlet hole and the grout leading hole are respectively used for communicating the first annular groove and the second annular groove with the grouting channel; the first ring groove is communicated with the grouting hole, and the second ring groove is communicated with the drainage hole;
a bursting film is sleeved in the first ring groove and used for sealing the outer side of the slurry outlet hole; and a sealing plug is arranged in the second ring groove and used for sealing a gap between the outer pipe and the inner pipe, a pressure gap is formed between the inner end surface of the second ring groove and one end surface of the sealing plug, and the pressure gap is communicated with a drainage hole of the slurry guide hole.
As a further improvement of the invention, a spline is arranged on the inner side of the outer pipe, a spline groove which is clamped and assembled with the spline is arranged on the outer wall of the inner pipe, and the spline is clamped and assembled with the spline groove.
As a further improvement of the invention, two inner walls of the sealing groove are gradually and obliquely arranged close to each other from the two ends in the axial direction of the outer pipe and from one end close to the axis of the outer pipe outwards.
As a further improvement of the invention, a protective ring made of wear-resistant, high-strength and soft materials is fixed on the outer wall of the sealing ring, the protective ring is divided into a plurality of independent parts in the circumferential direction, and in an initial state, the plurality of independent parts form a complete protective ring.
As a further improvement of the invention, the outer pipe is provided with a connector which is inserted into the drill bit, the outer wall of the drill bit is provided with a plurality of drill bit bulges, and the drill bit is fixed on the inner pipe.
As a further improvement of the invention, the outer wall of the inner pipe is further provided with a communication groove, the communication groove interconnects two adjacent first ring grooves, the first ring grooves and the second ring grooves, but the communication groove corresponding to each second ring groove is divided by a sealing plug in a sealing manner.
As a further improvement of the invention, a puncture frame is arranged in the first ring groove and at the position corresponding to the slurry outlet hole, the puncture frame is fixed on the inner wall of the outer pipe or the outer wall of the inner pipe, and a puncture cone is arranged at the position of the puncture frame corresponding to the slurry outlet hole.
The invention discloses an elastic supporting method for a roadway, which comprises the following steps:
s1, treating the bottom of the roadway bottom plate to be arched;
s2, sealing the full-section by guniting;
s3, primary grouting reinforcement of the full section:
s31, arranging a bottom plate and a bottom corner grouting hole, and installing a grouting pipe;
s32, completing the one-time assembling of the grouting pipes, wherein hole sealing needs to be carried out in time after one grouting pipe is constructed; the grouting pipes are constructed vertically to the bottom plate, and the vertical inclination angles of the grouting pipes on the two sides are 45 degrees;
s33, two sides and a top plate grouting hole are arranged in a beating mode, a grouting pipe is installed, the grouting pipe is finished in one-time beating mode, hole sealing needs to be carried out in time when one grouting pipe is constructed, and the grouting pipe is constructed in a mode of being perpendicular to a rock wall;
s34, grouting and reinforcing the full section, wherein during grouting, grouting is performed sequentially from bottom to top or in sections, and the grouting sequence of the bottom plate is that the middle is performed first and then two sides are performed;
s4, constructing a bottom plate anchor rod, wherein during the construction of the bottom plate anchor rod, a bottom plate metal mesh is firstly laid, then holes are drilled, and when the bottom plate anchor rod is installed, a reinforcing steel bar ladder beam is added to enable the bottom plate anchor rod to form a whole;
s5, deep hole grouting reinforcement:
s51, two sides and a top plate grouting hole are drilled, and a first grouting anchor cable, a second grouting anchor cable, a top plate anchor rod and a grouting anchor rod are installed:
s52, grouting and reinforcing the full-section deep hole, and sequentially grouting from bottom to top or in sections during grouting, wherein the grouting sequence of the bottom plate is that the middle is first and then the two sides are second; during grouting, a single-grouting and double-grouting mode is adopted at intervals;
and S53, respectively installing grouting anchor rods on two sides of the second grouting anchor cable and/or two sides of the first grouting anchor cable.
As a further improvement of the invention, the first grouting anchor cable and the second grouting anchor cable adopt mining uniform-pressure anchor cables; the roof stock adopts the snakelike pressure-sharing stock that lets that excels in, adopts the resin anchoring agent, and the resin anchoring agent is: MSCK2360 × 1+ MSK2360 × 2.
As a further improvement of the invention, the method also comprises the following steps:
s6, after the bottom plate concrete pouring construction is finished, performing concrete pouring construction on the bottom plate to form a final roadway section;
s7, installing a metal welding net on the surface of the roadway, and spraying concrete on the surface of the roadway after anchor net cable construction.
The invention has the beneficial effects that:
1. according to the roadway elastic supporting method, the long anchor cables, the short anchor cables, the high-strength yielding snake-shaped anchor rods, the novel grouting anchor rods and the mud-compatible grouting materials are matched for use, so that the roadway can be effectively supported, and the support has elasticity and can effectively resist damage of rock burst to the roadway.
2. The grouting anchor rod adopts a sectional bursting design, and can effectively increase the osmotic pressure during grouting, so that grouting materials can more effectively permeate into surrounding rocks, and the anchoring performance is effectively improved.
Drawings
Fig. 1 is a sectional view before roadway support.
Fig. 2 is a cross-sectional view after roadway support.
Fig. 3 is a development view of the top wall after roadway support.
Fig. 4 is a schematic view of a section grouting sequence along the direction of the roadway, and a section 1-1 is the side closest to the roadway.
Fig. 5-11 are schematic views of the construction of a grouting bolt. Wherein FIG. 8 is an enlarged view at F1 in FIG. 7; FIG. 9 is an exploded view of a part; fig. 10 and 11 are sectional views a-A, B-B in fig. 7, respectively.
Fig. 12 is a partial structural view of the inner tube.
Fig. 13 is a schematic view of the structure of the sealing plug, the sealing ring and the burst membrane.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
The embodiment is based on the field construction of a one-mine three-middle yard of Ningxia Wangyu coal industry Co.
Referring to fig. 1 to fig. 3, the roadway elastic support method of the embodiment includes the following steps:
s1, treating the bottom of the roadway bottom plate to be arched, wherein the middle of the roadway bottom plate is a waist line which is 1400mm downward, and the bottom angles at the two sides are waist lines which are 1100mm downward, as shown in figure 1.
And S2, sealing the full-section guniting, wherein the thickness of the guniting of the bottom plate is 50mm (taking the guniting as a main purpose), and the thickness of the spraying of the upper part and the top plate is 100mm, so that the first guniting layer 51 and the second guniting layer 52 in the graph 2 are obtained.
S3, primary grouting reinforcement of the full section:
the purpose of full-section primary grouting is as follows: and the bottom plate is subjected to primary grouting and crack filling to recover part of the surrounding rock strength, so that a reverse bottom anchor rod is convenient to construct, the surrounding rock cracks on the surface of the roadway subjected to top assisting and primary grouting are reinforced, and full-length anchoring is realized.
The grouting pipe 9 is processed by adopting a seamless steel pipe (4 pipes with 3mm wall thickness), and the specification of the grouting pipe is as follows: phi 25X 2000X 3 mm.
S31, setting a bottom plate and a bottom corner grouting hole, and installing a grouting pipe 9:
a hand-held drilling machine self-provided in a mine is matched with a twist drill rod and a phi 30 or phi 32 drill bit base plate to drill, if the drilling is difficult in the drilling process, the hand-held drilling machine with large output torque needs to be replaced in time, and the drilling depth is 2500 mm;
s32, arranging the bottom plates at a row pitch of 1800mm and a pitch of 1600mm (as shown in FIG. 2); when the grouting pipe is punched, if the local part of the roadway is broken and the hole is difficult to form, a phi 25 multiplied by 1000 multiplied by 3mm short grouting pipe (which can be intercepted on site) is adopted, and the phi 25 multiplied by 1000 multiplied by 3mm short grouting pipe is arranged in an encrypted manner, and the grouting pipe is punched and installed at one time. And (3) sealing holes in time after each grouting pipe is constructed:
and (3) winding a position 100mm away from the hole opening by using a hemp rope or cotton yarn, wherein the winding length is not less than 300mm, and then dipping the swelling agent to push the hole into the drilled hole and tamping. The grouting pipes are perpendicular to the bottom plate for construction, the vertical inclination angles of the grouting pipes on two sides are 45 degrees, and the construction positions are located at positions where bottom angles are 100mm upwards.
S33, setting two sides and a top plate grouting hole, and installing a grouting pipe:
grouting pipe holes according to the row spacing of 1800mm and the spacing of 1900mm by adopting grouting pipes with the diameter of phi 25 multiplied by 2000 multiplied by 3mm, and arranging the two sides of grouting pipes according to the distance of 1700mm from the bottom angle anchor rod (as shown in figures 2 and 3); and the grouting pipes are assembled at one time, and the holes must be sealed in time when one grouting pipe is constructed, the grouting pipes are constructed in a way of being vertical to the rock wall, and the top plate and the two sides of the grouting holes are suggested to be assembled and assembled on the erected platform in a centralized manner due to the large section of the roadway.
The base angle position slip casting pipe can be arranged at a position 300mm away from the bottom plate, so that the construction is convenient on one hand, and the base angle reinforcement (the angle is adjusted at 45 degrees) is facilitated on the other hand.
S34 full-section grouting reinforcement
During grouting, the grouting is performed sequentially from bottom to top (or in sections), and the grouting sequence of the bottom plate is from the middle to the two sides.
In the grouting process, if the leakage phenomenon around occurs, cement (adding a proper amount of water reducing agent) slurry is adopted for plugging in time; and if the adjacent grouting pipe holes leak the grout, installing a ball valve for plugging. The final pressure of grouting is controlled at 5MPa (or determined on site).
S4 floor anchor rod construction
When the floor anchor rod 72 is constructed, the floor metal mesh 42 is firstly laid, then holes are punched, and when the floor anchor rod 72 is installed, the reinforcing steel bar ladder beam 8 is added, so that the floor anchor rod 72 is integrally formed.
Anchor type: high-strength pretightening force snake-shaped yielding anchor rod
Specification of the anchor rod: phi 20X 2800mm
Anchor rod body material: the Q500 phi 20mm high-strength screw-thread steel for the mine has the yield strength of 15.7t and the tensile strength of 19.8t
Resin anchoring agent: MSK 2370X 2
And (4) meter protection measures: A200X 10mm high-strength anchor rod tray is adopted, a single-layer metal net is laid, the metal net is welded by phi 6.5 round steel, the mesh spacing is 100 x 100mm, net pieces are lapped and laid, the lapping amount is 100mm, and 14# lead wire double-strand double-row buckles are adopted for connection.
Pre-tightening force: 6-8 t (300 N.m, determined by an on-site floor torque conversion experiment).
S5 deep hole grouting reinforcement
S51, two sides and a top plate grouting hole are drilled, and a first grouting anchor cable 2, a second grouting anchor cable 3, a top plate anchor rod 71 and a grouting anchor rod 100 are installed:
the first grouting anchor cable 2 adopts an SKZ22-1/1770 multiplied by 4000 grouting anchor cable, and the specification is as follows: phi is 17.8 multiplied by 5300mm, and the maximum force of the whole anchor cable line is 36 t; the second grouting anchor cable 3 adopts an SKL18-1 7/1860 8300 grouting anchor cable, and the specification is as follows: phi is 17.8 multiplied by 8300mm, and the maximum force of the whole anchor cable is 36 t. The first grouting anchor cable 2 and the second grouting anchor cable 3 are mining uniform-pressure anchor cables.
The resin anchoring agent is: MSCK2360 × 1+ MSK2360 × 2, i.e. the weight ratio of MSCK 2360: MSK2360 ═ 1:2
Anchor rope tray: 300X 12mm high strength arc tray (Q345)
Prestress: 8-10 t.
The roof anchor rod 71 adopts a high-strength snake-shaped pressure equalizing anchor rod, and the specification of the anchor rod is phi 20 multiplied by 2600 mm; the rod body material: MG500FC phi 20mm left-handed no longitudinal rib screw-thread steel rod body adopts resin anchoring agent (mud affinity grouting material), and resin anchoring agent is: MSCK2360 × 1+ MSK2360 × 2.
The row spacing and arrangement form of the anchor rods and the anchor cables are shown in figures 2-3.
S53, mounting grouting anchor rods 100 on two sides of the second grouting anchor cable 3 and/or two sides of the first grouting anchor cable 2 respectively, wherein the specification of the grouting anchor rods 100 is phi 20 multiplied by 2600 mm; the rod body material: MG500FC phi 20mm, and the resin anchoring agent is: MSCK2360 × 1+ MSK2360 × 2. During actual construction, the grouting anchor rod is higher in price, so that the grouting anchor rod can be only used in special geological sections, such as parts with more sand and gravels. In a region with loose geology, the grouting anchor cable 100 can be completely adopted to completely replace the roof bolt 71.
S52 full-section deep hole grouting reinforcement
During grouting, the grouting is performed sequentially from bottom to top (or in sections), and the grouting sequence of the bottom plate is from the middle to the two sides.
In the grouting process, if the leakage phenomenon around occurs, cement (adding a proper amount of water reducing agent) slurry is adopted for plugging in time; and if the adjacent grouting pipe holes leak the grout, installing a ball valve for plugging. The final pressure of grouting is controlled at 5 MPa.
In the grouting process, if the leakage phenomenon around occurs, cement (adding a proper amount of water reducing agent) slurry is adopted for plugging in time; and if the adjacent grouting pipe holes leak the grout, installing a ball valve for plugging. The final pressure of grouting is controlled at 5 MPa.
The base angle position slip casting pipe can be arranged at a position 300mm away from the bottom plate, so that the construction is convenient on one hand, and the base angle reinforcement (the angle is adjusted at 45 degrees) is facilitated on the other hand.
If the grouting amount is still large in the re-grouting process, the number of grouting holes is encrypted by a design unit on site according to actual conditions, and high-pressure grouting is carried out.
And after the re-injection is finished, arranging a detection section every 10m, and checking the grouting effect, if the grouting is not filled, performing the re-injection within the range of 10m nearby.
Referring to fig. 4, during grouting, the single-to-double interval multiple grouting mode is as follows: firstly, the odd number sections (or segments) such as the 1-1 section → 3-3 section → 5-5 section, etc. are injected, and after the odd number sections (or segments) of the laneway are injected, the repeated injection of the even number sections such as the 2-2 section → 4-4 section → 6-6 section, etc. is carried out.
Mass concentration 50% (field adjustment).
The final pressure of grouting of the grouting pipe is 5.0MPa (field adjustment).
And stopping grouting after the pressure is stabilized at the final hole pressure. If the grouting amount is large and the grouting pressure is not increased all the time, thick slurry is used for grouting instead.
S6 construction of pouring concrete on bottom plate
And after the re-injection is finished, pouring concrete on the bottom plate to form a final roadway section.
S7, installing a metal welding net 51 on the surface of the roadway, and spraying concrete 6 on the surface of the roadway with the thickness of 100mm after anchor net cable construction. A metal welding net (diameter 6.5mm) with 100mm multiplied by 100mm mesh; the anchor rod tray is a 150 multiplied by 10mm high-strength arc tray (Q345); the top plate and two sides of the tunnel are both made of steel belt guard plates of 450X 280X 4.75 mm.
Referring to fig. 5 to 12, the grouting bolt 100 includes an outer tube 110 and an inner tube 120, the inner tube 120 is fixed in the outer tube 110, in this embodiment, splines 115 are provided on the inner side of the outer tube 110, and spline grooves 121 snap-fitted with the splines 115 are provided on the outer wall of the inner tube 120, so that the spline grooves 121 snap-fitted with the splines 115, thereby achieving the circumferential fitting and fixing of the outer tube 110 and the inner tube 120.
Be provided with spiral distribution's thread groove 111 along its axial on the outer wall of outer tube 110, and still be provided with grouting hole 113, seal groove 112 on the outer tube 110, grouting hole 113 runs through the pipe wall of outer tube 110, seal groove 112 inboard is provided with the drainage hole 114 that runs through, block, seal cover are equipped with sealing washer 220 in the seal groove 112, sealing washer 220 adopts elastic material to make, like rubber, and the lateral wall of sealing washer 220 pastes tight seal with the lateral wall of seal groove 112. The two inner walls of the sealing groove 112 are inclined from both ends in the axial direction of the outer tube 110 to the outside from the end near the axis of the outer tube 110. This design allows the seal ring to expand while still maintaining a tight seal against the two inner walls of the seal groove 112. And the sealing ring is expanded and then penetrates out of the sealing groove 112 and is tightly attached and sealed with the inner wall of the anchor rod mounting hole. Thereby sealing and separating the grouting holes 113 on both sides of the packing ring in the axial direction of the outer pipe. Preferably, in order to prevent the seal ring from being damaged when the anchor rod is installed, the applicant further fixes a protective ring 210 made of wear-resistant, high-strength and soft material on the outer wall of the seal ring, and the protective ring 210 can be made of carbon fiber, high-strength resin or rubber. The protection ring 210 is divided into a plurality of independent portions in the circumferential direction, and in an initial state, the plurality of independent portions form a complete protection ring 210. After the seal ring 220 expands, the protector ring 210 expands radially outward, thereby being divided into several pieces. This design is primarily to prevent the protective ring 210 from causing excessive resistance to the seal ring, thereby affecting the normal use of the seal ring.
The bottom of the outer pipe 110 is provided with the connector 116, the connector 116 is inserted into the drill bit 160, the outer wall of the drill bit 160 is provided with a plurality of drill bit protrusions 161, and when the drill bit is used, the drill bit rotates circumferentially, so that the drill bit protrusions 161 can penetrate into rock soil.
The inner pipe 120 is internally provided with a hollow grouting channel 122, the inner pipe 120 is provided with a first ring groove 124 and a second ring groove 126 at the positions corresponding to the grouting hole 113 and the drainage hole 114, and the first ring groove 124 and the second ring groove 126 are distributed at intervals or one second ring groove 126 is arranged behind every certain number of first ring grooves 124; the inner sides of the first ring groove 124 and the second ring groove 126 are respectively provided with a slurry outlet hole 123 and a slurry guiding hole 125 which penetrate through the first ring groove 124 and the second ring groove 126, and the slurry outlet hole 123 and the slurry guiding hole 125 respectively communicate the first ring groove 124 and the second ring groove 126 with the slurry injection channel 122; the first annular groove 124 communicates with the grout holes 113 and the second annular groove 126 communicates with the drain holes 114.
A bursting disk 310 is sleeved in the first ring groove 124, and the bursting disk 310 is used for sealing the outer side of the grout outlet 123; a sealing plug 320 is installed in the second annular groove 126, the sealing plug 320 is used for sealing a gap between the outer tube 110 and the inner tube 120, a pressure gap 1261 is formed between an inner end surface of the second annular groove 126 and one end surface of the sealing plug 320, and the pressure gap 1261 is communicated with the slurry leading hole 125 and the drainage hole 114. The outer wall of the inner pipe is further provided with a communication groove 127, the communication groove 127 is used for communicating two adjacent first ring grooves 124, first ring grooves 124 and second ring grooves 126, but the communication groove 127 corresponding to each second ring groove 126 is divided by a sealing plug in a sealing manner. Through the design of the sealing plug, a plurality of independent cavities can be divided between the outer pipe and the inner pipe, so that sectional grouting is facilitated. During grouting, the grouting head is arranged in the grouting channel 122 and is in sealing assembly with the grouting channel, grouting materials are sprayed out of the grouting head, so that the pressure of the grouting materials in the shortened grouting channel 122 is gradually increased, but at the moment, the grouting holes are sealed by the burst membrane 310, so that the grouting materials can enter the grouting holes 125 and then enter a sealing space formed by the sealing groove 112 and the sealing ring through the pressure gap 1261 and the drainage holes 114; along with the continuous rising of the pressure of the grouting material, the pressure drives the sealing ring to expand outwards until the sealing ring is tightly attached to the anchor rod mounting hole, then the pressure continues rising, the pressure explodes the violent film, so that the grouting material is sprayed out from the grout outlet hole 123, the sprayed grouting material passes through the first ring groove 124 and then penetrates out of the grouting hole 113, and then enters the surrounding rock soil and surrounding rock to complete grouting, when the grouting pressure is greatly preset to a threshold value, the grouting is judged to be completed in the section, then the grouting head is moved outwards to the grouting channel corresponding to the next sealing ring, grouting is restarted until the grouting of the whole grouting anchor rod is completed, the grouting plug 140 is installed to seal the anchor rod mounting hole, the nut 150 is screwed to fix the grouting plug 140 on the inner pipe 120, and finally the sealing stud 170 is installed in the grouting channel 122 to seal the open end of the grouting channel 122. This kind of sectional type slip casting, and the mode that just can carry out the injection slip casting after the slip casting material pressure reaches certain parameter can effectively increase stroke, the pressure that the slip casting material got into in the country rock to increase the condensation effect of slip casting material to the country rock, also increased the anchor effect of stock to the country rock promptly.
Preferably, the grouting hole 113 is a tapered hole, the diameter of which becomes smaller during grouting from the outside to the inside, and this design can increase the pressure when grouting material is ejected from the grouting hole 113, thereby increasing the stroke and pressure of grouting material entering the surrounding rock.
Preferably, one end of the outer tube 110 close to the plugging plug 140 is tightly pressed with one end of the pressing threaded sleeve 130, and the inner side of the pressing threaded sleeve 130 is sleeved on the inner tube 120 and is assembled with the inner tube through screwing; and the drill bit 160 is assembled with the inner tube 120. Thereby fixing the outer tube to the inner tube 120 in the axial direction.
Preferably, in order to prevent the burst membrane from effectively bursting and thus affecting grouting, the inventor arranges a puncture frame 180 in the first ring groove 124 corresponding to the grout outlet 123, the puncture frame 180 is fixed on the inner wall of the outer pipe 110 or the outer wall of the inner pipe 120, and a puncture cone 181 is arranged at the position of the puncture frame 180 corresponding to the grout outlet 123. When the grouting material is used, the bursting film 310 is pushed to move towards the puncturing cone 181 along with the increase of the pressure of the grouting material, once the grouting material is tightly pressed against the puncturing cone 181, the puncturing cone 181 punctures the bursting film 310, and the bursting film 310 is detonated along the trend, so that the incomplete bursting of the bursting film is prevented from influencing the grouting effect. Each grouting hole corresponds to one piercing cone 181.
The grouting anchor rod disclosed by the invention adopts the way of segmented sealing and limiting the slurry outlet pressure of the grouting hole, so that the pressure of a grouting material entering the surrounding rock can be effectively increased, the grouting material can penetrate into the surrounding rock for a longer distance, the condensation effect on the surrounding pressure is increased, and a better anchoring and supporting effect is realized. In addition, the grouting anchor rod of the invention designs the parts such as the outer pipe, the inner pipe and the like as detachable structures, thereby greatly reducing the manufacturing difficulty and increasing the flexibility during construction. Even the outer pipe can be directly removed, and the inner pipe can be used as a common grouting anchor rod.
The invention is not described in detail, but is well known to those skilled in the art.
The foregoing detailed description of the preferred embodiments of the invention has been presented. It should be understood that numerous modifications and variations could be devised by those skilled in the art in light of the present teachings without departing from the inventive concepts. Therefore, the technical solutions available to those skilled in the art through logic analysis, reasoning and limited experiments based on the prior art according to the concept of the present invention should be within the scope of protection defined by the claims.
Claims (10)
1. A grouting anchor rod is characterized by comprising an outer pipe and an inner pipe, wherein the inner pipe is arranged in the outer pipe, the outer wall of the outer pipe is provided with thread grooves which are spirally distributed along the axial direction of the outer pipe, the outer pipe is also provided with grouting holes and a sealing groove, the grouting holes penetrate through the pipe wall of the outer pipe, the inner side of the sealing groove is provided with penetrating drainage holes, a sealing ring is clamped in the sealing groove and hermetically sealed by a sealing sleeve, and the side wall of the sealing ring is tightly attached to and sealed with the side wall of the sealing groove; the sealing ring can penetrate out of the sealing groove and is tightly attached and sealed with the inner wall of the anchor rod mounting hole after being expanded;
the inner pipe is internally provided with a hollow grouting channel, a first annular groove and a second annular groove are respectively arranged at the positions corresponding to the grouting hole and the drainage hole on the inner pipe, a penetrating grout outlet hole and a penetrating grout leading hole are respectively arranged at the inner sides of the first annular groove and the second annular groove, and the grout outlet hole and the grout leading hole are respectively used for communicating the first annular groove and the second annular groove with the grouting channel; the first ring groove is communicated with the grouting hole, and the second ring groove is communicated with the drainage hole;
a bursting film is sleeved in the first ring groove and used for sealing the outer side of the slurry outlet hole; and a sealing plug is arranged in the second ring groove and used for sealing a gap between the outer pipe and the inner pipe, a pressure gap is formed between the inner end surface of the second ring groove and one end surface of the sealing plug, and the pressure gap is communicated with a drainage hole of the slurry guide hole.
2. A slip casting anchor according to claim 1, wherein splines are provided on the inner side of the outer tube, while spline grooves snap-fitted with the splines are provided on the outer wall of the inner tube, the splines snap-fitted with the spline grooves.
3. The grouting anchor rod of claim 1, wherein the two inner walls of the sealing groove are inclined toward each other from both ends in the axial direction of the outer pipe to an end close to the axis of the outer pipe.
4. The grouting anchor rod of claim 1, wherein a protective ring made of wear-resistant, high-strength and soft material is fixed on the outer wall of the sealing ring, and the protective ring is divided into a plurality of independent parts in the circumferential direction, and in an initial state, the plurality of independent parts form a complete protective ring.
5. A grouting bolt according to claim 1, characterised in that the outer tube is provided with a coupling head which is inserted into the interior of a drill bit, the outer wall of which is provided with a number of drill bit projections, the drill bit being secured to the inner tube.
6. The grouting anchor rod of claim 1, wherein the outer wall of the inner pipe is further provided with a communication groove, the communication groove interconnects two adjacent first ring grooves, the first ring grooves and the second ring grooves, but each communication groove corresponding to each second ring groove is divided by a sealing plug in a sealing mode.
7. The grouting anchor according to claim 1, wherein a piercing frame is provided in the first annular groove at a position corresponding to the grout outlet, the piercing frame is fixed to the inner wall of the outer pipe or the outer wall of the inner pipe, and a piercing cone is provided at a position corresponding to the grout outlet.
8. An elastic supporting method for a roadway is characterized by comprising the following steps:
s1, treating the bottom of the roadway bottom plate to be arched;
s2, sealing the full-section by guniting;
s3, primary grouting reinforcement of the full section:
s31, arranging a bottom plate and a bottom corner grouting hole, and installing a grouting pipe;
s32, completing the one-time assembling of the grouting pipes, wherein hole sealing needs to be carried out in time after one grouting pipe is constructed; the grouting pipes are constructed vertically to the bottom plate, and the vertical inclination angles of the grouting pipes on the two sides are 45 degrees;
s33, two sides and a top plate grouting hole are arranged in a beating mode, a grouting pipe is installed, the grouting pipe is finished in one-time beating mode, hole sealing needs to be carried out in time when one grouting pipe is constructed, and the grouting pipe is constructed in a mode of being perpendicular to a rock wall;
s34, grouting and reinforcing the full section, wherein during grouting, grouting is performed sequentially from bottom to top or in sections, and the grouting sequence of the bottom plate is that the middle is performed first and then two sides are performed;
s4, constructing a bottom plate anchor rod, wherein during the construction of the bottom plate anchor rod, a bottom plate metal mesh is firstly laid, then holes are drilled, and when the bottom plate anchor rod is installed, a reinforcing steel bar ladder beam is added to enable the bottom plate anchor rod to form a whole;
s5, deep hole grouting reinforcement:
s51, two sides and a top plate grouting hole are drilled, and a first grouting anchor cable, a second grouting anchor cable, a top plate anchor rod and a grouting anchor rod are installed;
s52, grouting and reinforcing the full-section deep hole, and sequentially grouting from bottom to top or in sections during grouting, wherein the grouting sequence of the bottom plate is that the middle is first and then the two sides are second; during grouting, a single-grouting and double-grouting mode is adopted at intervals;
s53, mounting grouting anchor rods on two sides of the second grouting anchor cable and/or two sides of the first grouting anchor cable respectively; the grouting anchor rod is the grouting anchor rod as claimed in any one of claims 1 to 7.
9. The roadway elastic support method of claim 8, wherein the first grouting anchor cable and the second grouting anchor cable are mining pressure equalizing anchor cables; the roof stock adopts the snakelike pressure-sharing stock that lets that excels in, adopts the resin anchoring agent, and the resin anchoring agent is: MSCK2360 × 1+ MSK2360 × 2.
10. A roadway elastic support method as claimed in claim 8, further comprising the steps of:
s6, after the bottom plate concrete pouring construction is finished, performing concrete pouring construction on the bottom plate to form a final roadway section;
s7, installing a metal welding net on the surface of the roadway, and spraying concrete on the surface of the roadway after the anchor net and the anchor net cable are constructed.
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| CN113153391A (en) * | 2021-05-06 | 2021-07-23 | 中国科学院武汉岩土力学研究所 | Anchor cable grouting combined supporting method for coal roadway inclined composite roof |
| CN113548866B (en) * | 2021-07-16 | 2022-11-01 | 泰安泰烁岩层控制科技有限公司 | Mud-affinity grouting reinforcement material and grouting process |
| CN114704313A (en) * | 2022-04-12 | 2022-07-05 | 山东安科矿山支护技术有限公司 | Broken roof roadway advanced support method |
| CN114542148B (en) * | 2022-04-24 | 2022-07-08 | 应急管理部国家自然灾害防治研究院 | Grouting support anchor cable equipment for impacting water diversion tunnel by flowing ice in cold and dry areas |
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| CN102996148A (en) * | 2012-11-22 | 2013-03-27 | 中交第二公路勘察设计研究院有限公司 | High-ground stress soft rock highway tunnel supporting method |
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| CN204457826U (en) * | 2015-01-16 | 2015-07-08 | 山东科技大学 | A kind of expansion antiskid anchor pole |
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| KR101143375B1 (en) * | 2009-09-21 | 2012-05-18 | 로크산업 주식회사 | Tunnel construction lock bolt unit having insertion depth control function |
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| CN102996148A (en) * | 2012-11-22 | 2013-03-27 | 中交第二公路勘察设计研究院有限公司 | High-ground stress soft rock highway tunnel supporting method |
| CN103133026A (en) * | 2013-03-26 | 2013-06-05 | 安徽理工大学 | Novel expansion shell inverted wedge type grouting anchor rod |
| CN104074529A (en) * | 2013-08-02 | 2014-10-01 | 河北工程大学 | A continuous double-shell reinforcement method for deep roadways and chambers |
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